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HomeMy WebLinkAboutSTRUCTURAL DESIGN AND EVALUATION PAPPERSe ,. Miramar 1 68824 SA PRINTED 11/02/2015 1 of 82 JWM nT, mg, lAC SCANNED 4915 NW 43f° Street, Gainesville, Florida 32606 e+ I r rrin ('_nl lntv I Structural Design and Evaluation of Equipment Platform Verizon-Crown Wireless Cell Site Equipment Platform and Fuel Storage Upgrades Site located at: Miramar 1 Verizon Site No 68 Jens South h Jensen Beach St. Lucie Co ty August 28, 2015 tr• gY ,y 4 r�f'�a. 4•.t' Designed in accordance with the requirements of Ste Edition (2014) Florida Building Code, Wind Loading requirements within Chapter 16. Analysis Prepared for: Kimley-Horn and Associates, Inc. Albert Rios 1920 Wekiva Way Suite 200 West Palm Beach, FL33411 Analysis Prepared by: John Wayne Mishoe, PhD PE #PE25349 Stephen Matthew Belser, PE #PE67514 1WM Engineering, LLC #CA28619 i * No. 25349 ; M �70\ STATE OF %4� 4 ORIDP.= Seal: s10N e I I I \NN Miramar 1 68824 SA PRINTED 11/02/2015 2 of 82 %3wA .s,, 4915 NW 43rd Street, Gainesville, Florida 32606 Table of Contents Page Structural Report 3 KHA Proposed Site Plan 5 Selected Pages of.Existing Build ing,Construction Documents 7 r Wind Loads -Roof Top Equipment " - 14 RISA 3D Equipment Frame Model 26 Equipment Frame Connections 50 Equipment Frame Base Plate Analysis 55 Hilti Anchor Bolt Checks 58 Frame Knee Brace Checks 64 Building Influence Calculations for Columns 76 Structural Sheets 79 Miramar 1 68824 SA PRINTED 11/02/2015 3 of 82 Project Scope of Work and General Conditions The scope of work for this project is to design a new frame to support equipment cabinets on the roof top of an existing building. The proposed frame is to be attached to steel base plates anchored directly over existing concrete building columns. This analysis is based upon the minimum requirements of the 5th edition (2014) Florida Building Code (FBC). Structural Analysis The analysis is based upon the following documentation provided to JWME from KHA: 1. Proposed site plan drawings by KHA, dated August 2015 2. Site -walk pictures and field notes provided by KHA. 3. Record drawings of the original building construction, dated 8/22/88 by Stebbins & Scott Partners, Architects. The proposed cabinet information, and proposed generator specifications were provided by KHA and these data were used to determine required loads. Loads considered in the analysis include the following: 1. Wind loads were computed using ASAE 7-10 methods assuming a wind speed of 175 MPH, Building Category II, Exposure D and with forces computed with the Chapter 26, ASCE 7-10 for other structures. 2. Cabinet dead weight and associated wind loads were included for the following cabinets: a. ODE Cabinet with BRAM (1600 Ibs) b. ODE Cabinet with BRAM (1600lbs) c. ODE Cabinet with BRAM (1600lbs) d. Generator (2750 Ibs) 3. Other known dead weights were added. Miramar 1 68824 SA PRINTED 11/02/2015 4 of 82 Results of Analyses The proposed frame was dimensions to attach directly on top of existing building columns. To analyze the frame a RISA model was developed and the winds loads based upon current code requirements were imposed. Checks were done on the frame connectors with the results shown in the calculations below. The impact on the building was checked. The existing column dimensions were assumed from the data provided by KHA and the S-Sheets in the copies of the existing building construction documents. The reinforcement steel was not known so the code based minimum steel was assumed to be used in each column. The added load does not exceed the 5% total capacity of each column. The details of the proposed design are shown in the attached drawing. The contractor shall verify all building dimensions before construction and adjust the frame as needed to attach the proposed frame columns directly over the existing columns. The contractor shall also inspect the existing columns thought out the entire load path to verify the existing structure is in code compliant condition, the columns are as specified in the design, and in good repair. xt l.otwrmub ltaa M� .wl. Kn w axnma+n a P 4�hTf ��Exnvl�n rK end viG er.rt a8i xx IMx f WA PpnN¢¢ O1W.rm"im ummi xo �mis aB a� rm'a'OfvE �n �a�vw u°A m N MnEx�d xM,w.lnr�.�u nm mMvraaM NNnan �� �o i100 mom mii xBM uxY Ixmm[im ix w�Fln W Mms io GrB M aN.xnEWK.N�P.—!> x0�'xgwC�rt➢. a m.rm m'om 9o[nnvf wu IR ® ryA91r 9uLL K 91vm NB xifrYm x NMNra�IIIi @L SEOBY IIIOIICIx6N Ill 4V Kut E tlMRIFE P. xtll�w'.l KPWMIF Y.VN 0 Mx! Oi@! 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Nit d 2 �M � •� i �' L � cr'e9 a.e'd a.IT � 8 8 N U - �,no.ry 'e s.li.,fl9 fY t _ y .. dm ,. 1 .d , .d ' '- S Bd a Ie> . a _ — P .. 9 cc e La]B. MAIN ROOF REINFORCING PLAN Y[ BEE OWO. B-8 FOR OIMEN910NB AN. BEAM. Q MAIN ROOF SLAS NOTES •,t,^•fno ,nl , Y,or[M[[[[,un cc •� ,n u mm�c ne•[e •NeNIIa. n.,[..,x[• [e.... [.anl ..... .,R.,o,.B.I[[. n^.`•on•I<LrB.S[. 4h/aAA.w Miramar 1 68824 SA PRINTED 11/02/2015 14 of 82 Verizon Site #68824 8/24/2015 JwA yeting.gineU.0 Miramar 1 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 EQUIPMENT CABINET WIND LOAD CALCULATIONS FOR FLORIDA Unit Definition ASCE 7-10 (CH 29) Define miscellaneous unit variables. Ibf Ibf Ibf Fin kip 2 k' 100016 SF :— ft CF ft ft ft2 ft3 Site Location Verizon Site #68824 LEGEND Miramar 1 FN—P—UT CALCUATIONS RESULTS 9950 South Ocean Drive Jensen Beach, FL 34957 St Lucie County Codes Design Codes: 5th Edition (2014) Florida Building Code Reference Codes: ASCE 7-10,ACI31"S and AISC Steel Construction Manual,14th Ed. Assumptions: Assume cabinets and frame are analyzed using Ch.29 Chimneys, Tanks, Rooftop Equipment, & Similar Structures Assume cabinets are only carried by primary beams. Assume loading from cabinets is equivalent to point load at the center of each cabinet on each beam. S:IJWMEUobsIKHAIVerizon Wireless168824-Ocean Designed by: VVM-SB MathCAD Page 1 of 12 North- Miramar 1lCALCULATIONS168824 Miramar - WIND LOADS - Rooftop-FBC2014.xmcd Miramar 1 68824 SA PRINTED 11/02/2015 15 of 82 Verizon Site 468824 8/24/2013 3WR E41ne ering, Ur, Miramar 1 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 Platform Wge W W2 Verizon Cabinet Information Modular Cell Cabinets nl no M ► w� H3 Total number of cabinets l - Sofset Lo So LI Si 52 0.. (CS — 2)„ Code "Cabinet type" Lo Wo Ho Ibs CS 0 "EBRE Battery Cabinet" 36 38 78 4960 21 1 "Mod cabinet —4.0B" 35.4 40 72 1423 21 2 "Generator" 30 72 56 2750 60 3 "Generator -trans" 72 30 56 2750 30 4 "Emerson Microwave" 30 31 98 1200 21 5 "Lucent Battery Cabinet" 31 30 60 3000 21 6 "LTE-ODE 6201 Ericsson" 36 36 72 715 21 7 "SSC-Delta-Med. (ESOA) " 29.5 34.1 54 1500 20.3 8 "FCOA-Nokia Siemens" 30.3 30.3 61 789 21 9 "1Okw Fuel Cell -black hand" 26.2 43.2 72 974 21 CABINETS 10 "l5kw Fuel Cell -black hand" 26.2 43.2 94 1461 21 11 "Storage - Large - Fuel Cell" 39 39 72 1353 21 12 "Storage - Med - Fuel Cell" 27 39 72 929 21 13 "LTE ODE 6201 w DRAM Bat." 36 36 88 1600 21 14 "MOD 4.OB w DRAM Bat." 35.4 40 88 2308 21 15 "(2) SSC-Small-Stacked " 26 26.75 74 1574 21 16 "(1) SSC - Small" 26 26.75 37 787 21 17 "Generac 50kW NG" 40 92.9 71.2 2750 35.5 18 "Generac 50kW NG-trans" 92.9 40 71.2 2750 85 19 "RBA72 Cabinet" 30 39 72 3000 21 20 "Back Fibre Cabinet" 30 18 36 1006 14 Rc:= rows(CABINETS) = 21 ii 0.. Rc — 1 iii 0.. 1 CabinetcodeIr..... ,w CABINETS.. Chose your Cabinets based off the Cabinet Code S:IJWMEUobsVHA%Vedzon Wireless168824 -Oceana Designed by: WM-SB MathCAD Page 2 of 12 North- Miramar 11CALCULATIONS168824 Miramar - WIND LOADS - Rooftop-FBC2014.zmcd a Miramar 1 68824 SA PRINTED 11/02/2015 16 of 82 Verizon Site 968824 8/24/2015 3W EV, �eedng, U.0 Miramar I IR9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 Cabinet Type Cabinet Centerline Location & Layout for on Beams -Each Column Site Separate Set of Beams 13 9 13' . 12 SITE `:= 13 LOCATION'. 15 ]7 is 18 20 EquipVei:= CABINETS SITEj, I Equipment Name LVei:= CABINETS SITE,,2in Length of Cabinet -"Lo.." WVei:= CABINETS SITE,, 3. in Width of Cabinet -"Wo...... "LTE ODE 6201 w BRAM Bat." HVei = CABINETS Height of Cabinet -"Ho...... "LTEODE 6201 wBRAM Bat." SITE, 4.in EquipVe = "LTE ODE 6201 w BRAM Bat." WTVei:= CABINETS SITEi,51bf Weight of Cabinet "Generac 50kW NG" Cs := CABINETS in Spacing of Support Mounts of Cabinet "Generac 50kW NG-trans" SITEi, 6 Input spacing of anchor point spacing for cabinets —Modify expression as necessary for inputs spacing values that do not meet the logic used below of spacing of beams plus flange width aimied by cabinet width) Bums&.,;.,,: 2.5ft Spacing Between Beams fiearnbr.= _8i Flange Width of Beams BS := Beamspaci g+ Beambf= 3.2ft 3 3 cabinetAPspad.gi:= I BS if BS < WVei cabinetAPspa�;ag = 3 ft WVei otherwise 3.2 3.2 S:WWME1Jobs1KHAlVerizon Wireless168824-Oceana Designed by: WM-SB MathCAD Page 3 of 12 North- Miramar 11CALCULATIONSI68824 Miramar - WIND LOADS - Rooftop-FBC2014.xmcd Miramar 168824 SA PRINTED 11/022015 17 of 82 Verizon Site k68824 8/24/2015 JwA E gineeling, LLC Miramar 1 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 Building Information Lbtdlding.nomal.beam 90ft Lbuildng.parellel.beam �= 90ft Bui1d'n9Tap.AGL := 167 hc;de = 1.5ft Lswcture �= 18 Exposure D7 �i 4 Loads Load Path Depth of building perpendicular to cabinets support beams Depth of building parallel to cabinets support beams Height of Building above grade Vertical distance from roof top to bottom of cabinet Width of Structure perpendicular to equipment cabinet face Select Building Exposure Category as define inASCE 7 or FBC ASCE 7-10 26.8.1 "Topographic Factor" ASCE 7-10 26.6-1 From Table 26.6-1 assume Square Structure Cabinet vertical loads carried by beams to girders to columns to building frame. Frame vertical loads carried by beams to girders to columns to building frame. Determine wind load on Cabinets and Frame Assume Rooftop Structures and Equipment For Buildings w/ Heights 60 ft (ASCE 7-10 29.5.2) and Height> 60 ft (Eq 29.5.1. Wind evalatton = BuildingTop.AGL + hmb.clen + HVe 2 S:UWMEUobsVCHAIVerizon Wireless168824 -Oceana Designed by: WM-SB MathCAD Page 4 of 12 North- Miramar 11CALCULATIONS168824 Miramar - WIND LOADS - Rooftop-FBC2014.xmcd Miramar 1 68824 SA PRINTED 11/02/2015 18 of 82 Verizon Site #68824 8/24/2015 ngineerinq, UC Miramar 1 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 172.2 172.2 Wind�ajgj,n= 172.2 ft Information to select elev_choice 171.5 below 171.5 Kz.. = 1.1 Kz max is the max value selected from the Kz values for each cabinet Kz is computed within hidden area above. Kn = I ASCE 7-10 26.8.1 "Topographic Factor" Kzt and Kd all Kd = 0.9 ASCE 7-10 26.6-1 From Table manually input in 26.6-1 assume Square Structure input section above qz:= 0.00256-Kzma K;K:d-V2-ps ASCE 7-10 29.5.1 qz = 6T5-psf ASCE 7-10 "Velocity Pressure" (Ch 293) Same as qh if building below 60 fL Lateral Pressure (Perpendicular to Beams) B is defined as horizontal dimension of building measured B = Lbuilding.nmmal.boam = 90 ft normal to wind direction in feet ASCE 26.1 h BuildingTop.AG1, his defined as the height of the building ASCE 7 section 263 15030 Bh.:= B-h 15030 Area of building perpendicular to wind r Bh = 15030 ft2 15030 15030 S:IJWMEWobs1KHA1Verizon Wireless168824 -Ocean Designed by: WM-SB MathCAD Page 5 of 12 North- Miramar 11CALCULATIONSI68824 Miramar - WIND LOADS - Rooftop-FBC2014.xmod Miramar 1 68824 SA PRINTED 11/02/2015 19 of 82 Verizon Site #68824 8/24/2015 JWA FI91TMeri% UC Miramar 1 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 22 22 Af_r (LVe,. HVei) Af= 22 82 19.8 45.9 GCf:= I1.9 if Af. <.1-Bh. r r r Af.—.1-Bh.l•(1.9— 1.1)] 1.9 — L1r r// otherwise .9-Bh. r Area of cabinet perpendicular to the wind direction 1.9 1.9 GCf = 1.9 1.9 l 1.9 ---- __ 128.3 —j "LTE ODE 6201 w BRAM Bat." 1283 Result pressure for "LTE ODE 6201 w BRAM Bat." (Pz:= gz,GCf= 128.3 -psfl respective cabinet EquipVe = "LTE ODE 6201 w BRAM Bat." 128.3 "Generac 50kW NG" 128.3 I —_------�--- ._—/ "Generac 50kW NG-tra*6erai design pressure of equipment cabinet (derived from ASCE 7-10 Eq. 29.5-1 w/ Af divided out) Lateral Pressure (Parallel to Beams) &:( Lbuilding.parallel.beam = 90 ft ,k:.= BuildingTop.AGL B is defined as horizontal dimension of building measured normal to wind direction in feetASCE 26.1 h is defined as the height of the building ASCE 7 section 263 S:WWMEIJobs1KHA%Verizon Wireless168824-Oceana Designed by: WM-SB MathCAD Page 6 of 12 North- Miramar 11CALCULATIONSI68824 Miramar - WIND LOADS -Rooftop-FBC2014.xmcd a Miramar 1 68824 SA PRINTED 11/02/2015 20 of 82 Verizon Site #68824 8/24/2015 Em:me efin%tic Miramar 1 %)W/%N 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 15030 Bhx.:= B•h 15030 r Bh = 15030 ft2 15030 15030 A&.:= (WVei 1-IVei) 22 22 A& = 22 ft2 45.9 19.8 GCxf.:= 11.9 if AN. <.1-Bhx. r r (A&_—.1-Bhx.l-(1.9— 1.1)l 1.9 — rL`` � rIl JJ otherwise .9-Bhx. Lateral design pressure of equipment cabinet (derived from ASCE 7-10 Eq. 29.5-2 or eq 29.5-1 w/Af divided out) 128.3 128.3 Pzx gz•GCxr= 128.3 -psf 128.3 128.3 Vertical Uplift Pressure Area of building perpendicular to wind Area of cabinet perpendicular to the wind direction Gust x Force coefficient factor as defined inASCE 7-10 Eq.29.5-2 "LTE ODE 6201 w BRAM Bat." "LTE ODE 6201 w BRAM Bat." EquipVe = "LTE ODE 6201 w BRAM Bat." "Generac 50kW NG" "Generac 50kW NG-trans" S:IJWMEIJobsVHA1Vedzon Wireless168824-Oceana Designed by: WMSB MathCAD Page 7 of 12 North- Miramar 1%ALCULATIONS168824 Miramar - WIND LOADS - Rooftop-FBC2014.xmcd Miramar 1 68824 SA PRINTED 11/02/2015 21 of 82 Verizon Site M824 8/24/2015 3WA E141leeting, LLC Miramar I 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 ,a,.-= Lbuilding.nomul.beam= 908 p,�r= Lbuilding.parallel.beam= 90i Ar. (LVe:WVei) BL. = W Ve: L = ... r r 9 9 Ar= 9 ft2 25.8 25.8 270 270 BL = 270 ft2 696.7 300 GC,d, 1.5 if Ac <.I.BL. � � 1 1.5— L\ JJ otherwise .9-BLi B is defined as horizontal dimension of building measured normal to wind direction in feetASCE 26.1 Lis defined as horizontal dimension of building measured parallel to wind direction in feetASCE 26.1 Horizontal Projected Area of cabinets 1.5 1.5 GC",d = 1.5 1.5 1.5 Horizontal project roof area of building 101.3 "LTE ODE 6201 w BRAM Bat." 101.3 "LTE ODE 6201 w BRAM Bat." Pv gz•GCvd= 101.3 •psf EquipVe= "LTEODE620lwBRAMBat" 101.3 "Generac 50kW NG" 101.3 "Generac 50kW NG-trans" Uplift Gust x Force coefficient Vertical design pressure of equipment cabinet (derived from ASCE 7-10 Eq. 29.5-3 w/Ar not included) S:WWMEUobMKHA1Ver¢on Wirelessl68824 -Oceana Designed by: WM-SB MathCAD Page 8 of 12 North- Miramar 11CALCULATIONS0824 Miramar - WIND LOADS - Rooftop-FBC2014.xmcd Miramar 1 68824 SA PRINTED 11/02/2015 22 of 82 Verizon Site #68824 8/24/2015 ngineedng, LLC Miramar 1 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 Wireless Equipment Loads Equipment loads equal a point load at the center of each cabinet on each beam LoadA&B -Wind load normal to beams Load C&D- Wind load normal to girders Dead Load — WTVei RAy.DLi 2 RBy.DLi RAy.DL il, "LTE ODE 6201 w BRAM Bat." 800 "LTE ODE 6201 w BRAM Bat." 800 EquipVei = "LTE ODE 6201 w BRAM Bat." RAy DLi = 800 Ibf "Generac 50kW NG" 1375 "Generac 50kW NG-trans" 1375 Wind Load 1�ei/2 Pz: LVe: 2 /Ari pvi1 RAy',i. cabinetAPspacingi + 1 2 /� 800 800 RBy.DLi = 800 Ibf 1375 1375 e.l2 Pz: LVe: `(I-IVrl rI r 3 2 IA`i �i) RBy'�,i cabinetAP + 2 # spacing r Assume lateral wind load resisted equally by both beams. r r RAx vn . « RBx wL. RAx wL. r 2 � � (—Pz)i WVei HVei lei/2 1 RzW i:= 2 r M1V1i:= PzxiWVe: 2 2* 2 Rmraz := m Rz.Wt, a Ra = 2947.5• Ib 2 Mmax =µ,1, max M. M.,x= 8744.2-lbf- 5.2 5.2 Moment along Z axis of beam MwL = 5.2 •kip•ft 8.7 3.8 S:UWMEUobsIKHAIVerizon Wlreless168824 -Ooeana Designed by: WM-SB MathCAD Page 9 of 12 North- Miramar 11CALCULATIONS168824 Miramar - WIND LOADS - Rooftop-FBC2014.xmod Miramar 1 68824 SA PRINTED 11/022015 23 of 82 Verizon Site #68824 8/24/2015 ngineefing, LLC Miramar 1 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 SUMMARY OF CABINET REACTIONS DEAD LOADS EQUIPMENT BEAM#1 BEAM#2 "LTE ODE 6201 w BRAM Bi 800 "LTE ODE 6201 w BRAM B. 800 EquipVei = "LTE ODE 6201 w BRAM B; RAy.DLi = 800 -16 "Generac 50kW NG" 1375 "Generac 50kW NG-trans" 1375 9 12 LOCATION = 15 ft 18 WIND LOADS 20 800 800 = 800 1375 WLc S:UWMEUobsMAWerizon Wireless168824 -Ocean Designed by: WM-SB MathCAD Page 10 of 12 North- Miramar 11CALCULATIONSl68824 Miramar- WINDLOADS- RooftoµFBC2014.xmcd Miramar 1 68824 SA PRINTED 11/02/2015 24 of 82 Verizon Site #68824 8/24/2015 JwA Fefing,gineUZ Miramar 1 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 EQUIPMENT VERTICAL REACTIONS (CASE A AND B) UPLIFT DOWN FORCE "LTE ODE 6201 w BRAM B: 1953.4 ' —1497.4 "LTE ODE 6201 w BRAM B; 1953.4 —1497.4 EquipVei= "LTE ODE 6201wBRAM B;(0.5RAy,)i= 1953.4 •(0:5Ray_,n,L)i= —1497.4 -16 "Generac 50kW NG" 1842.6 —535.3 "Generac 50kW NG-trans" 3415 -2107.7 EQUIPMENT "LTE ODE 6201 w BRAM Bat." "LTE ODE 6201 w BRAM Bat." EquipVe = "LTE ODE 6201 w BRAM Bat." "Generac 50kW NG" "Generac 50kW NG-trans" LATERAL REACTIONS (CASE A AND B) —705.9 —705.9 (0.5RAz1V1,)i= —705.9 -Ib —634.6 —1473.7 Horizontal Moment Reactions (Load Case C&D) (Load Case C&D) Rm, = 2947.5-1bf Mm�= 8744.2•lbf•fit Beaml Beam2 5.2 9 5.2 12 MµL= 5.2 -kip-ft LOCATION= 15 ft 8.7 18 3.8 20 Compute distributed laods from generator and fuel tank RA9 RBY RAx_,1 RBx 1 —705.9 S�IIS� —705.9 0.5RBx.µL) —705.9 -Ib --634.6 "LTE ODE 6201 w BRAM Bat." "LTE ODE 6201 w BRAM Bat." EquipVe = "LTE ODE 6201 w BRAM Bat." "Generac 50kW NG" "Generac MkW NG-trans" Lam:= 4.5ft = 4.5 ft Length of tank that attaches to beam (4 tank attachments spaced 15" apart) Wes: 3ft Width of Tank (bolts are spaced 2' 10" measured by CAD Scaling) S:IJWMEUobs1KHA1Verizon Wireless168824-Ocean Designed by: WM-SB MathCAD Page 11 of 12 North- Miramar 11CALCULATIONS168824 Miramar - WIND LOADS - Rooftop-FBC2014.xmod Miramar 1 68824 SA PRINTED 11/022015 25 of 82 Verizon Site tl68824 _ 8/24/2015 ngineering, LLC Miramar I 9950 South Ocean Drive Wind Load Calcuations Jensen Beach, FL 34957 Distributed Wind Loading on frame members Ea:m: = 112 [!!a := 4'inn L:..,�,tnJ Beam Depth L_:_.� GiGirder Depth BeamCrossBraced :_ 4 rderd l2i Columns =- 4in Column Width Columnµ,:=4in Column Depth BeamPLF = max(Pz-Beam,) = 128.3•plf Distributed Wind Load along Beam GirderPLF := max(Pz-Girderd = 128.3-plf Distributed Wind Load along Girder Columna.plf max�PaColumna� 42.8•plf Distributed Wind Load along Column (depth side) := = Columnµ,.pl f max(Pz•Columnµ,) = 42.8•plf Distributed Wind Load along Column (width side) Braced.plf = max(Pz-Braced) = 42.8-plf BeamCrossBraced plf := max(Pz•BeamCrossBracea) = 149.7-plf t:WWME1JobsIKHAIVerizon Wireless168824 -Ocean Designed by: WM-SB MathCAD Page 12 of 1: lorth-Miramar 11CALCULATIONS168824 Miramar - AND LOADS - Rooftop-FBC2014.xmcd Miramar 1 68824 SA PRINTED 11/02/2015 26 of 82 Z % II Envelope Only Solution JWME SK - 3 wm Miramir 1 Oceana North Aug 28, 2015 at 1:38 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 1 68824 SA PRINTED 11102/2015 27 of 82 z x N34 N43A NS A A B A A N47 46 A N47A N49 N12A A N10 48 N5 N4 N9 N2 N36 P1 Envelope Only Solution JWME SK - 4 wm Miramir 1 Oceana North Aug 28, 2015 at 1:38 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 1 68824 5A PRIN I FD 11/02/2015 28 of 82 Z X i �3 @ Gg6 @@ 7 2 gP c�ti �2s e�z�P Muse s ,1,2q F,Cib 3 \ M Envelope Only Solution JWME Miramir 1 Oceana North SK - 5 wm Aug 28, 2015 at 1:38 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 1 68824 SA PRINTED 11/02/2015 29 of 82 z x <e .g ul ro 1gV- IP ly�gi� 6 �6 VSg,F�O �g��p �1gi,1 g 3412CO 7ZX2B 4v (y' S1 2�26 ut N Envelope Only Solution JWME Miramir 1 Oceana North SK - 6 wm Aug 28, 2015 at 1:38 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 168824 SA PRINTED 11/02/2015 32 o182 2 % � 14 -520 It 1281b/ft 14iP1 _5 Loads: BLC 3. WIND X Envelope Only Solution JWME SK - 9 Wm Miramir 1 Oceana North Aug 28, 2015 at 1:39 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 1 68824 SA PRINTED 11/02/2015 33 of 82 z x 128lb/ft -14 7051b 7 b 1 7051b 70 195 195 I Loads: BLC 4, WIND Z Envelope Only Solution JWME SK - 10 Wm Miramir 1 Oceana North Aug 28, 2015 at 1:39 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 168824 SA PRINTED 11/022015 34 of 82 z x -520 R -5 11b tlb Wit Loads: 8LC 5. WIND A Envelope Only Solution JWME SK - 11 Wm Miramir 1 Oceana North Aug 28, 2015 at 1:39 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Loads: BLC 6, WIND -Z Envelope Only Solution JWME Wm Verizon Site #68824 SK-12 Miramir 1 Oceana North I Aug 28, 2015 at 1:39 PM AWS PLATFORM-Miramar-68824-... Miramar 1 68824 SA PRINTED 11/02/2015 36 of 82 i x 2 2 -4201b 2951b - 01 2951b - co 2951b ® 68 - 01 68 2 68 68 6831b Loads: BLC 7, GENERATOR X Envelope Only Solution JWME SK - 13 wm Miramir 1 Oceana North Aug 28, 2015 at 1:39 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 1 68824 SA PRINTED 11/02/2015 37 of 82 1261b 12 12 126 -1341b 1261 12 -1341b 1261 4 -1341b -1341b 126 4201 4201b Loads: BLC 8, GENERATOR Z Envelope Only Solutlon JWME SK- 14 wm Miramir 1 Oceana North Aug 28, 2015 at 1:39 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 1 68824 SA PRINTED 11/02/2015 38 of 82 i x -4201b -4201 -4201 -4201b - lb -4201b - Ib - lb -2951b - lb -2 51b lb 68 51b 6831b 69 51b 68 51b 6831b Loads: BLC 9. GENERATOR -X Envelope Only Solution JWME SK- 15 wm Miramir 1 Oceana North Aug 28, 2015 at 1:40 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Loads: BLC 10, GENERATOR-Z Envelope Only Solution JWME wm Verizon Site #68824 SK-16 Miramir 1 Oceana North Aug 28, 2015 at 1:40 PM AWS PLATFORM-Miramar-68824-... Miramar 1 68824 SA PRINTED 11/022015 40 of 82 coce ae 0 Eml 1. )5.90 O� O� g 3p 19 .,7 01 O� c� O� 1 0 19 'O7 O7 9 •O7 e Member Code Checks Displayed (Enveloped) Envelope Only Solution JWME SK - 17 wm Miramir 1 Oceana North Aug 28, 2015 at 1:40 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 1 68824 SA PRINTED 11/02/2015 41 of 82 SMar No Em) No Ca c 1.0 Z X .7 ..w 5 75 ,.so a..sa O�- 1 O% OS p2 O6 '02 � 02 O� 6 •O� Member Shear Checks Displayed (Enveloped) Envelope Only Solution JWME SK - 18 wm Miramir 1 Oceana North Aug 28, 2015 at 1:40 PM Verizon Site #68824 AWS PLATFORM-Miramar-68824-... Miramar 1 68824 SA PRINTED 11/0212015 42 of 82 Company : JWME Aug llC Designer 3WRE",015 Job Number wm ke By:eering, Vedzon Site N68824 Checked By: sb Model Name Miramir 1 Oceana North Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 ` Include Shear Deformation? Yes Increase Nailin 'Ca aci for Wind? 'Yes Include Warping? Yes Trans Load Btwmintersectin Wood Wall? Yes Area Load Mesh(in A2 144 Mer e:Tolerance in .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls?_ Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 " Gravity Acceleration ft/sec^2 32.2 Wall Mesh Size in 12, Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane XL Static Solver1 S arse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : LRFD Ad'ustStiffness? Yes Iterative RISAConnection Code AISC 14th 360-10 : LRFD Cold Formed Steel Code,,,_ AISI S100-07: LRFD.^ Wood Code AF&PA NDS-05/08: ASD Wood 'Temperature < 100E Concrete Code ACI 318-11 Masons Code .." ACI 530-08: ASD Aluminum Cade AA ADM1-10: LRFD - Buildin Number of Shear Regions 4 Region: Sacin .Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No . Unused Farce Warnings? Yes Min -1 BarDiam. S acin ? - No Concrete Rebar Set REBAR SET ASTMA615 Min %Steel for Column 1' Max % Steel for Column 8 RISA-31) Version 13.0.1 [S:\... I ... \... \... \... \... \AWS PLATFORM-Miramar-68824-Equipment Frame.r3d] Page 1 Miramar 1 68824 SA PRINTED 11102/2015 43 of 82 Company : JWME Aug Xtc Designer 3WAIE9,015 wm Job Number ke By:eering, Verizon Site #68824 Checked By: sb Model Name Miramir 1 Oceana North Global, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X sec Not Entered - T Z sec Not Entered RX 3 RZ 3 Ct Ex . X .75 Ct Exp. Z .75 SD1 1 SIDS 1 S1 1 TL sec 5 Risk Cat I or II Om 1 m X 1 Rho Z 1 Rho X 1 Hot Rolled Steel Properties 19h.i P n,.il (] rLeil N„ 7kn /1 1 A36 Gr.36 29000 11154 .3 .65 49 36 1.5 58 1.2 2. A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 58 1.2 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.2 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.3 58 1.1 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.2 58 1.1 6 A501 A 29000 11154 .3 65 .49 19 1 5 58 1.2 Hot Rolled Steel Section Sets 1 BEAM W12x26 Beam Wide Flan a A992 T ical 7.65 17.3 204 .3 2 BAND -BEAM W12x26 Beam Wide Flange A992 Typical 7.65 17.3 204 .3 3 GIRDER W12x26 Beam Wide Flan a A992 T ical 7.65 17.3 204 .3 4 CROSS -BE.. w8xlo Beam Wide Flange A992 _ Typical 2.96 2.09 30.8 .043 5 BRACE L4x4x6 HBrace Sin le An le A36 Gr.36 Tvoical 2.86 4.32 4.32 .141 6 Studs HSS4x4x4 Column Tube A500 Gr.46 Typical 3.37 7.8 T.8 12.8 7 Girts HSS4x4x4 Beam Wide Flan a A500 Gr.46 TvDical 3.37 7.8 7.8 12.8 8 'S-Column HSS4x4x4 Beam S uareTube A500 Gr.46 Typical 3.37 7.8 7.8 12.8' Member Primary Data 1 GIRDERI CT2 CT3 GIRDER Beam Wide F.. A992 Tioical 2 GIRDER2 CT1 N47A GIRDER Beam Wide F.. A992 Typical 3 BB1 CT3 CIA BAND -BEAM Beam Wide F.. A992 Tvoical 4 13132 CT2 N2 BAND -BEAM Beam Wide F.. A992 Typical 5 BEAM2 N11 N17 BEAM Beam Wide F.. A992 Typical 6 BEAM1 N12 N19 BEAM Beam- Wide F.. A992'_ T ical 7 GIRDER3 N16 N14 GIRDER Beam Wide F.. A992 Tvoical 8 CB2 N15 N18 CROSS -BEAM Beam Wide F.. A 92 T ical. 9 CB Nl8 N20 CROSS -BEAM Beam Wide F.. A992 T ical 10 CB6 N20 N13 CROSS -BEAM gam Wide F.. A992 Typical RISA-3D Version 13.0.1 [SA ... \... \... \... \... \... \AWS PLATFORM-Miramar-68824-Equipment Frame.r3d] Page 2 m Miramar 1 68824 SA PRINTED 11/02/2015 44 of 82 3WRE-9i"015 Company : JWME Aug ke By:eering, LLC Designer wm Job Number Vedzon Site #68824 Checked By: sb Model Name Miramir 1 Oceana North Member Primary Data (Continued) I ahel I Inint I lnint K InintRma QartinnMhana Tana nocinn Marorial Ilocinn Mduc 11 M29 N46 N45 S-Column Beam Square.. A500 Gr.46 T ical -12 - • M30 - . _ -BP3 - CT3 S=Column Beam Square.. A500 Gr.46 Typical 13 M31A BP1 N2 S-Column Beam Square.. A500 Gr.46 Typical 14 M32A N48 N47A S-Column Beam- Square.. A500 Gr.46 Typical 15 M38 T4 N40 CROSS -BEAM Beam wide F.. A992 Typical 16 M39 N40 N43 CROSS -BEAM Beam Wide F.. A992 TvDical 17 M40 N43 T1 CROSS -BEAM Beam Wide F-- A992 Typical 18 M23 N9 N27 BEAM Beam Wide F.. A992 TvDical 19 M24 N4 N28 BEAM Beam Wide F.. A992 TvDical 20 M25 N5 N29 BEAM Beam' Wide F.. A992 TvDical 21 M26 N10 N30A BEAM Beam Wide F.. A992 T ical 22 M25B N12A 'N19 BEAM Beam Wide F.. A992 Typical 23 M26A N49 CT4 BRACE HBrace Single.. A36 Gr.36 TvDical 24 M27 N34 _ N41 BRACE HBrace Single.. A36 Gr.36 Typical 25 M30A N36 N39 BRACE HBrace Single.. A36 Gr.36 TvDical 26 M31 N34 N42 BRACE HBrace Single.. A36 Gr.36 T ical 27 M27A N45A N46A CROSS -BEAM Beam wide F.. A992 Tvoice 28 M28 N46A N47B GROSS -BEAM Beam Wide F.: A992 T ical 29 M29A N47B N48A CROSS -BEAM Beam Wide F.. A992 Typical 30 1 M30B N47 I N50 I I I BRACE I HBrace ISingle.:. A36 Gr.36 Typical 31 1 M31B N47 I N49A I I I BRACE I HBrace lSinqle... A36Gr.36 T ical Joint Loads and Enforced Displacements Joint Label L Direction itud Ib Ib-ft in rad Ib"SA2/ft " A2' No Data to Print... 71 Member Point Loads (BLC 1 : DEAD LOAD) Memher I nhel nirectinn ManniWdeflh.lh-fd I nrntinnlfr %1 1 1 BEAM2 Y -705 6 -2 BEAM1 Y -705 6 3 BEAM2 Y -705 9 4 BEAM1 Y -705 9 5 BEAM2 Y -705 12 6 BEAM1 Y -705 12 7 M23 Y -295 .5 8 M24 Y -295 .5 9 M25 Y 1 -295 .5 10 M26 Y -295 .5 11 M25B Y -295 .5 12 M23 Y -295 3.5-- 13 M25B Y -295 3.5 14 M24 Y -295 3.5 15 M25 Y -295 3.5 16 M26 Y -295 3.5 Member Point Loads (BLC 3: WIND X) Memher I shel nirertmn Mannitndcflh lh-ftl I nratinnf t %1 1 BEAM1 Mz -5200 9 1 BEAM2 Mz -5200 9 3 BEAM1 X 1412 9 4 BEAM2_ X 1412 9 RISA-31D Version 13.0.1 [SA ... \...\...\...\...\... \AWS PLATFORM-Miramar-68824-Equipment Frame.r3d] Page 3 Miramar 1 68824 SA PRINTED 11102/2015 45 of 82 3WRE91"015 Company JWME Aug ke By:eefing, LLC Designer wm Job Number Verizon Site #68824 Checked By: sb Model Name Miramir 1 Oceana North Member Point Loads (BLC 4: WIND Z) Memher I ahM nirartinn Mannih.darlh Ih.fa I nratinnrft %1 1 BEAM1 Y 1953 6 2 BEAM2 Y -1497 6 3 BEAM1 Y 1953 9 4 BEAM2 Y -1497 9 5 BEAM1 Y 1953 12 6 BEAM2 Y -1497 12 7 BEAM2 Z 705 6 8 BEAM1 Z 705 6 9 BEAM2 Z 705 9 10 BEAM1 Z 705 9 11 BEAM2 Z 705 12 12 BEAM1 Z 705 12 Member Point Loads (BLC 5: WIND -X) Member I nhel Dirertinn Manniniderlh.lh-Rl I nrarinnfft -At 1 BEAM1 Mz -520200 9 2 BEAM2 Mz -50 9 3 BEAM1 X -1411 9 4 BEAM2 X -1411 9 Member Point Loads (BLC 6: WIND -Z) Member Label Direction Ma nitude b lb-ft Loc tion H °o 1 BEAM2 Y 1953 6 2 BEAM1 Y -1497 6 3 BEAM2 Y 1953 9 4 BEAM1 Y -1497 9 5 BEAM2 Y 1953 12 6 BEAM1 Y -1497 12 7 BEAM2 Z -705 6 8- BEAM1 Z -705 6 9 BEAM2 Z 705 9 10 BEAM1 Z -705 9_ 11 BEAM2 Z 1 -705 12 12 BEAM1 Z 1 -705 12 Member Point Loads (BLC 7: GENERATOR X) Memher I and nircrtinn M.nnImrWlh Ih-ftl 1 nratinnrft e/1 1 M23 X 295 .5 2 M23 X 295 3.5 3 M24 X 295 .5 4 M24 X 295 3.5 5 M25 X 295 .5 6 M25 X 295 3.5 7 M26 X 295 .5 8 M25B X 295 .5 9 M25B X 295 3.5 10 M26 X 295 3.5 11 M23 Y -420 .5 12 M23 Y 683 3.5 13 M24 Y -420 .5 14 M24 Y 683 3.5 15 M25 Y -420 .5 16 M25 Y 683 3.5 17 M26 Y -420 .5 18 M26 Y 683 3.5 RISA-3D Version 13.0.1 [S:\...\... \...\...1...\... WWS PLATFORM-Miramar-68824-Equipment Frame.r3d] Page 4 Miramar 1 68824 SA PRINTED 11/02/2015 46 of 82 3WAIET,015 Company : JWME Aug ke By:eering, LLC Designer wm Job Number Verizon Site R68824 Checked By: sb Model Name Miramir 1 Oceana North Member Point Loads (BLC 7: GENERATOR X) (Continued) Member Point Loads (BLC B : GENERATOR Z) Member Label Direction Ma nitude Ib Ib-ft Location rt 1 I M23 Z 126 .5 2 M23 _ Z 126 3.5 3 M24 Z 126 .5 4 . M24' Z 126 ; ; 3.5•- 5 M25 Z 126 .5 6 . M25 2 126 3.5' 7 M26 Z 126 .5 8' M26_ Z 126 3.5 9 M25B Z 126 .5 10 M25B Z _ 126 3.5 11 M23 Y -134 .5 12 1 M23 Y -134` 3.5 13 M24 Y -134 .5 14 _ M24 Y . , -134 - , t 3.5 15 M25 Y 0 .5 16 M25 Y 0 3.5.. 17 M26 Y 420 .5 18' M26 Y 420 3.5' 19 M25B Y 420 .5 20 M25B Y 420 3.5 Member Point Loads (BLC 9 : GENERATOR -X) Member Label ❑irerrinn Mnnnimcwh.lh.ffl I nrminnUt %I 1 I M23 X -295 .5 2- M23 X -295 3.5 3 M24 X -295 .5 4 M24 X - _295' 3.5 5 M25 X -295 .5 _ 6 M25 X _ -295 3.5 7 M26 X -295 .5 8 M2513 X -295 _ .5 9 M25B X 1 -295 3.5 10 , M26' _ :X -295 3.5 11 M23 Y 683 .5 12 M23 Y -420 3.5 13 M24 Y 683 .5 14 M24 Y -420_ 3.5 15 M25 Y 683 .5 16 M25 " Y -420 _ 3.5 17 M26 Y 683 .5 18 _ M26 Y -420 3.5 19 M25B Y 683 .5 20 M25B Y 1 -420_ 3.5:_ Member Point Loads (BLC 10: GENERATOR-Z) Member Label Directionni Ih Ib- oc tin ft° 1 I M23 Z -126 .5 2' M23 Z -126 3.5 3 M24 Z 1 -126 .5 4 M24 Z 1 1 -1.26 3.5. RISA-31D Version 13.0.1 [SA ... \... \... \... \... \... \AWS PLATFORM-Miramar-68824-Equipment FrameAd] Page 5 Miramar 168824 SA PRINTED 11/02/2015 47 of 82 : JWME Aug 2015 ering. LLC Designer 3W/AE9�111Company Job Number wm Verizon Site #68824 Checked By: sb ke Model Name Miramir 1 Oceana North Member Point Loads (BLC 10. GENERATOR-Z) (Continued) Memher I nhA Direntinn Mnnnitudorlh Ih_fo 1 .. —M 0[1 5 M25 Z -126 .5 6• M25 - Z -126 3:5 7 M26 Z -126 .5 8 M26 Z -126 3.5 9 M25B Z -126 .5 10 M25B Z -126 3.5 11 M23 Y 420 .5 12 M23 Y 420 3.5. 13 M24 Y 420 .5 14 M24 Y 420 3.5 15 M25 Y 0 .5 16 M25 Y 0 3.5 17 M26 Y -134 .5 18 M26 Y -134 3.5 19 M25B Y -134 .5 20 M25B Y -134 3.5 Member Distributed Loads (BLC 3 : WIND X) Me be' Label Direction to M Ib/ft d Ma i e ... t c tio... End Lo 'on f[ ° 1 GIRDERI X1 128 128 0 1 0 Member Distributed Loads (BLC 4 : WIND Z) abel Direction tart Ma ni ude Ib/ft d M ...Sta ocatio. ft d L cation 1 881 Z 128 1281 0 1 0 Member Distributed Loads (BLC 5: WIND -X) Me be r Lab Dirac io Start Ma nitude Ib/ft F nd M n' tl ...Sta ocatio... End L ca . ft 1 GIRDER2 X 128 128 1 0 0 Member Distributed Loads (BLC 6 : WIND -Z) Me_mhprj ... . S LOF2[,t� c..n �. ,...rr. of Member Distributed Loads (BLC 11: BLC 1 Transient Area Loads) Member Lnhel Direrlinn StartMannittlderlh/ft Fl Fnd Mannin ider Start I ,,tin Fnd I n,tinnrft 0%1 1 1 GIRDER1 Y -19.773 -19.773 1.887e-15 12 2 1 GIRDER2 Y -19.773 -19.773 0 12 3 GIRDER3 Y -39.545 -39.545 4.219e-15 12 4 C82 Y -39.545 -39.545 1.332e-15 8 5 C84 Y -45.195 -45.195 0 1.75 6 C136 Y -39.545 =39.545 0 2 7 M38 Y -49.432 -49.432 1.332e-15 8 8 M39 Y -56.494 -56.494 0 1.75 9 M40 Y 49.432 -49.432 0 2 10 M27A Y -49.432 49.432 1.998e-15 8 11 M28 Y 56.494 56.494 0 1.75 12 M29A Y_ -49.432 -49.432 1 0 1 2 Member Distributed Loads (BLC 12: BLC 2 Transient Area Loads) Direction Ma ' t i f 1 I DER7 Y -11 36 -118. 8 Iti 12 RISA-313 Version 13.0.1 [SA ... \...\...\...\...\... XAWS PLATFORM-Miramar-68824-Equipment Frame.r3d] Page 6 Miramar 1 68824 SA PRINTED 11/0212015 48 of 82 3WAZIg",015 Company : JWME Aug ke By:eering. LLC Designer wm Job Number Verizon Site #68824 Checked By: sb Model Name Miramir 1 Oceana North _Member Distributed Loads (BLC 12: BLC 2 Transient Area Loads) (Continued) 2 GIRDER2 Y -118.636 -118.636 0 12 3 GIRDER3 Y -237.273 -237.273 4.219e-15 12 4 CB2 Y - -237.273 -237.273; 1-.332e-15- 8 5 CB4 Y -271.169 -271.169 0 1.75 6 CB6 Y -237.273 -237.273 0 2 7 M38 Y -296.591 -296.591 1.332e-15 8 8 M39 Y -338.961 -338.961 0 1.75 9 M40 Y -296.591 -296.591 0 2 10 M27A Y -296:591 -3 1:591 Y:998e-15 8 11 M28 Y 338.961 338.961 0 1.75 12 M29A Y -296.591 -296.591 1 0 1 2 Member Area Loads (BLC 1: DEAD LOAD) Joint A oint B Joint C Joint D Direction Distribution Ma nitude 1 CT1 CT2 CT3 CT4 YI A-B 1 -10 Member Area Loads (BLC 2: LIVE LOAD) Joi Join B oin C int D Di,WigDi t' ution Ma nitude s 1 CT1 CT2 CT3 CT4 Y A-B -60 Basic Load Cases al r nn nfin rnm Y rrn V (➢.-7 r.e 1-D-i,,nie .:6n n.vornne c..Fe nr01e ..nnloll\ 1 DEAD LOAD DL -1 16 1 2 LIVE LOAD LL 1 3 WIND WL+X 4 1 4 WINDZ WL+Z 12 1 5 WIND-X WL-X 4 1 6 WIND-Z WL-Z 12 3 7 GENERATOR X WL+X 20 8 GENERATOR Z WL+Z 20 9 GENERATOR-X WL-X 20 80 GENERATOR-Z- WL-Z 20 11 BLC 1 Transient Area Loads I None I 1 1 12 12 1 BLC 2 Transient Area Loads I NoneI 1 1 12 Load Combinations nocrrinrinn CM.ru on C RI r F RI r F nt r F RI r F a F ni r F a r R r n F n F 1 ASCE Stren th 1 Yes Y I I DL 1.4 2 ASCE Strength 2' a Yes Y I I DL 1.2 LL 1.6 LLS 1.6 RLL .5 3 ASCE Strength 2 b Yes Y I I DL 1.2 LL 1.6 LLS 1.6 4' ASC Stren th 3. a Yes Y DL 1.2 RLL 1.6 LL .5 LLS 1. 5 ASCE Stren th 3 (b) (a) Yes Y DL 1.2 RILL 1.6 WL+X .5 6 ASCE Strength 3 (b) (b) Yes Y DL- 1.2 RLL 1.6:WL+Z 5 7 ASCE Strength 3 (b) (c) Yes2YD.2 RL 1.6 W -X .5 8 ASCE Streri th.3(b)(d) Yes.2RLL1.6WL-Z:5 11 9 ASCE Stren th 3 (d) (a) Yes.2 WL+X .510 ASCE Strer th 3 (d) (b) Yes.2 WL+Z .5 11 ASCE Stren th 3 (d) (c) Yes.2 W L-X .5 12 ASCE Stren th 3 (d):(d) Ye .z wL-z 5 13 ASCE Stren th 4 (a) (a) Yes.2 WL+X 1 LL .5 LS 1 R. .5 7 1 14 ASCE Stren th 4 (a) (b) Yes1.2 WL*Z 1 LL .5 LLS 1 R•.:5 $ 1 15 ASCE Stren th 4 (a) (c) Yes1.2 WL-X 1 LL .5 LLS 1 R. .5 RISA-3D Version 13.0.1 [SA ... \...1...\...\...\... \AWS PLATFORM-Miramar-68824-Equipment Frame.r3d] Page 7 Miramar 1 68824 SA PRINTED 11/02/2015 49 of 82 JWME Company : JWME Aug E8, 2015 : ngmeering, llC Designer wm By Job Number Verizon Site #68824 Checked By: sb Model Name Miramir 1 Oceana North Load Combinations (Continued) mL�'��®gym®®0®®®®0���■�■�■�■� ® - �0®mom®®00��■���■�■�■®■� m - �0®mom®®®���■��!■S■�■�■� Joint Boundary Conditions 1 BP1 Reaction Reaction Reaction _2 BP3 Reaction Reaction Reaction 3 N46 Reaction I Reaction Reaction 4 1 N48 Reaction I Reaction I Reaction Envelope Joint Reactions Joint Ib C Y HbI LC Z [Ibl LC MX [Ib-ftl LC MYlib- C MZ fIb-ftTj- No Data to Print ... Envelope AISC 14th(360-10): LRFD Steel Code Checks nncm6o, Qk--- P,. - ph.,L I n 1 r CA. — 1 .. n ..4.:. n.. ... nu .. n., n 1 M26A I L4x4x6 1 .152 1.751122 1 .0g9 I 0 I v 1 2 90377... I g2664 4398.479 s886.3921.136 H2-1 2 M27 - L4x4x6 .541 0 21 1 .052 1.4.. - 21 so377.. 92664 4398.479 9886.3921.591 H2-1 3 M30A L4x4x6 .195 .663 2 .016 1.4.. 13 90377... 92664 4398.479 9886.39 1.136 H2-1 4 M31 L4x4z6 125 .663 16 .022 0 13 sDs77:•. 92664 4398:479 9886.392 1.136 H2-1 5 M30B L4x4x6 .041 .663 j3 .026 1.4- 14 90377... 92664 4398.479 9886.3921.136 H2-1 6 M31B L4x4x6 .215 .663 2 .nn4 0 14 so377... g2664 4398.479 9886.3921.736 H2-1 RISA-31) Version 13.0.1 [S:\... \... \... \... \... \... \AWS PLATFORM-Miramar-68824-Equipment Frame.r3d] Page 8 Miramar 168824 SA PRINTED 11/02/2015 50 of 82 RISAConnection version 5.0.1 3WAIEnoinem,19. JC 0812812016 Global Parameters - Descriotion: Project Title Miramir 1 Oceans North Company JWME Designer wm Job Number Verizon Site #68824 Notes AWS PLATFORM UPGRADE FOR KHA$ VERIZON WIRELESS Global Parameters - Solution: Design Method AISC 14th (360-10): LRFD Bolt Group Analysis Method Center of Rotation Weld Analysis Method Center of Rotation Consider Bolt Hole Deformation? Yes Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Full Shear Eccentricity Considered? No Plastic Panel -Zone Shear Deformation Considered? No BEAM1 I - GIRDER1: 2D Views Girderl6eam Clip Angle Shear Connection Side view 3.31 A 1,50� 2.00g, ------------- rr...................:.............. n II - ______. , _ _N r�� \ , \ - - ________ o I o m ■ © - ---- - - ------------ 313 Front view Miramar 1 68824 SA PRINTED 11/02/2015 51 of 82 BEAM1 I - GIRDER1: LRFD Results LRFD Rev o rt GirderlBeam Clip Angle Shear Connection Material Properties: Girder W12x26 A992 Fy = 50.00 ksi Fu = 65.00 ksi Beam Wl2x26 A992 Fy = 50.00 ksi Fu = 65.00 ksi Angle L4x4x6 A36 Fy = 36.00 ksi Fu = 58.00 ksi Input Data: 1 r Shear Load -746.87 lbs User Input Shear Load Axial Load -6185.98 lbs User Input Axial Force (tension) Note: Unless specified, all code references are from AISC 360-10 Governing LC: 3D - 14 - ASCE Strength 4 (a) (b) Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Geometry Restrictions at Girder PASS Erection Stability PASS Beam Shearreld 6230.90lbs 72519.00lbs 0.09 PASS �I Clip Angle Shearreld 6230.90 lbs 48600.00 lbs 0.13 PASS Beam Shear Rupture 6230.90lbs 58932.90lbs 0.11 PASS Miramar 1 68824 SA PRINTED 11/02/2015 52 of 82 CB2 I - BB2: 2D Views Girder/Beam Clip Angle Shear Connection Side view Miramar 1 68824 SA PRINTED 11102/2015 53 of 82 � Front view---- CB2 1 - BB2: LRFD Results Report LRFD GirderlBeam Clip Angle Shear Connection Material Properties: Girder W12x26 A992 Fy = 50.00 ksi Fu = 65.00 ksi Beam W8x10 A992 Fy = 50.00 ksi Fu = 65.00 ksi Angle L4x4x6 A36 Fy = 36.00 ksi Fu = 58.00 ksi Input Data: Shear Load 1809.99 lbs User Input Shear Load Axial Load 0.65 lbs User Input Axial Force (compression) Note: Unless specified, all code references are from AISC 360-10 Governing LC: 313 - 2 - ASCE Strength 2 (a) Limit State Required Available Unity Check Result Geometry Restrictions at Beam PASS Geometry Restrictions at Girder PASS Erection Stability PASS Beam Shear Yield 1809.99 lbs 35088.00lbs 0.05 PASS Clip Angle Shear Yield 1809.99 lbs 48600.00 lbs 0.04 PASS Beam Shear Rupture 1809.99 lbs 25508.93lbs 0.07 PASS Miramar 168824 SA PRINTED 11/02/2015 54 of 82 A A A Company JWME Designer wm Miramar 1 68824 SA PRINTED 11/02/2015 55 of 82 August 28, 2015 Job Number: #68824 Miramar 1- Equipment Frame BP Checked By:_ 12 in Geometry and Materials Length 12. in Width 12. in Thickness .75 in Base Plate Fy 36. ksi Base Plate E 29000. ksi Bearing Fp 3.683 ksi Bearing Fd 4. ksi Pedestal Length 20 in Pedestal Width 20 in Pedestal Height 20 in Analyze Base Plate as Flexible Pp Based on AISC J8 Criteria Steel Code: AISC 14th:LRFD Concrete Code: ACI 318-11 AS Head: Square Seismic Reduction W 25. Bolt X (in) Z (in) 1 4.5 4.5 2 4.5 4.5 3 4.5 4.6 4 1 -4.5 1 4.5 Anchor Bolt Diameter .76 in Anchor Bolt Material A307 Anchor Bolt Fu 60. ksi Anchor Bolt Fy 36. ksi Anchor Bolt E 29000. ksi AS Stretch Length 6.in AS to AS Min Spacing 3 in AS to Stiffner Min Spacing 1.5 in AS to Column Min Spacing 1.6 in AS to Edge Min Spacing 1.5 in AS Row Min Spacing 3 in Priority is AS to Edge Spacing Include Threads for AB Design AB Fv, Ft based on AISC Criteria Total AB Length: 16. 1n NO Supp. Reinforcement NO Anchor Reinforcement Tension Anchor Reinf Bar Fy: N.A. Shear Anchor Reinf Bar Fy:N.A. Loads DL LL WL OL1 Column Shape HSS4x4x4 Column eX 0. in Column eZ 0. in Column to Edge Min (X) 1. in Column to Edge Min (Z) 1. in HSS Tube X-sides welded HSS Tube Z-sides welded Plain Base Plate Connection Vx Shear Lug NOT present Vz Shear Lug NOT present NW Concrete Concrete NOT Cracked ABs NOT Welded to Base Plate P(lb) Vx Ib) Vz (Ib Mx(lb-ft Mz(lb-ft 4304. 2042. 5777. 2% -713. 4398. 1 20. -2269. 224. 1 4278. Base Plate Stress and Bearing, Result Base Plate Stress (ksi) Bearing Pressure (ksi) Combination Load Sets Allowable ASIF U.C. Allowable ABIF U.0 SCE Strength 1 1 1 ADL 48.6 1. .008 3.683 1. .063 CE Strength 2 a 2 1.2DL+1.6LL 48.6 1. .02 3.683 1. .148 CE Strength 3 b 3 1.2DL+.5WL 48.6 1. .007 3.683 1. .052 4 DL+.50Ll 48.6 1. .006 3.683 1. .044 CE Strength 4 a 5 1.2DL+.5LL+1 WL 48.6 1. .01 3.683 1. .076 1. L+.5LL+t OL1 48.6 1. .008 3.683 1. .061 SCE Strength 6 .9DL+1 WL 48.6 1. .OD4 3.683 1. .036 8 DL+tOL1 48.6 1. .002 3.683 1. .02 RISABase Version 2.10 [S:\JWMEVobs1KHA\Verizon Wkel...... ALCULATIONSWIiramar- Equipment BasePlate 68824.rbs] Page 1 Company JWME Designer wm Job Number : #68824 Bearing Contours Miramar 1 68824 SA PRINTED 11/0212015 56 of 82 August 28, 2015 Miramar 1- Equipment Frame BP Checked By: 234 tii.1 544 19 ® (ksi) 1 (ksi) ®(ksi) .007 0. .009 1.4131- 1.2DL+1.6LL 1.20L+.5WL Allowable :3.683 ksi Allowable :3.683 ksi Allowable : 3.683 ksi U.C.:.063 U.C.:.148 U.C.:.052 162 281 225 I!i'.�1•I ® (ksi) ® (ksi) ® (ksi) .01 .005 .007 1.2DL+.5OL1 1.2DL+.5LL+l WL 1.2DL+.5LL+1OL1 Allowable : 3.683 ksi Allowable :3.683 ksi Allowable : 3.683 ksi U.C.:.044 U.C.:.076 U.C.:.061 131 076 ®(ksi) (ksi) .012 .014 .9DL+1WL .9DL+1OL1 Allowable :3.683 ksi Allowable :3.683 ksi U.C.:.036 U.C.:.02 Base Plate Stress Contour 404 (ksi) .000637147 1.4DL 1.2DL+1.6LL Allowable :48.6 ksi Allowable :48.6 ksi U.C.:.008 U.C.:.02 ® 27 (ksi) .000426164 1.2DL+.5OL1 1.2DL+,5LL+1 WL Allowable : 48.6 ksi Allowable : 48.6 ksi U.C.:.006 U.C.:.01 996 322 (ksi) ® (ksi) .046 .00050843 1.2DL+.5WL Allowable :48.6 ksi U.C.:.007 492 388 (ksi) � (ksi) .000776164 .000611632 1.2DL+.5LL+1 OLt Allowable :48.6 ksi U.C.:.008 RISABase Version 2.10 [S:UWMEUobs1KHANedzon Wirel...... ALCULATIONS\Miramar- Equipment BasePlate 68824.rbs] Page 2 At U A; Miramar 1 68824 SA PRINTED 11/02/2015 57 of 82 Company JWME August 28, 2015 Designer wm Job Number: #68824 Miramar 1- Equipment Frame BP Checked By:_ Base Plate Stress Contours (continued) 212 108 (ksi) ® (ksi) .000334202 man, .00016967 .9DL+1 WL .9DL+1 OL1 Allowable : 48.6 ksi Allowable : 48.6 ksi U.C.:.004 U.C.:.002 Anchor Bolt Results Note: Fnt and Fnv shown below include phi factors. Combination I nad Sete Rnlf Tent /1h1 Vv 11h1 \h tlhl Fnf Ik.n a fven Fn., /4ci1 6, I4c11 I Inl6, SCE Strength 1 1) 1.4131- 1 0. -714.7 0. 45. 0. 27. 1.618 .08 S 2 0. -714.7 0. 45. 0. 27. 1.618 .08 S 3 0. -714.7 0. 45. 0. 27. 1.618 .08 S 4 0. -714.7 0. 45. 0. 27. 1.618 .08 S CE Strength 2 a 2 1.2DL+1.6LL 1 42.293 -1572.2 0. 45. .096 27. 3.559 .176 S 2 42.293 -1572.2 0. 45. .096 27. 3.559 .176 S 3 42.293 -1572.2 0. 45. .096 27. 3.559 .176 S 4 42.293 -1572.2 0. 45. .096 27. 3.559 .176 S CE Strength 3 b 3 1.2DL+.5WL 1 0. 1 -62.85 -2.5 1 45. 0. 1 27. 1 .142 .007 S 2 1 0. -62.85 -2.5 45. 0. 27. .142 .007 S 3 0. -62.85 -2.5 45. 0. 27. .142 .007 S 4 0. -62.85 -2.5 45. 0. 27. .142 .007 S 4 DL+,5OL1 1 0. -640.6 -534.75 45. 0. 27. 1.889 .093 S 2 0. -640.6 -534.75 45. 0. 27. 1.889 .093 S 3 0. -640.6 -534.75 45. 0. 27. 1.889 .093 S 4 0. -640.6 -534.75 45. 0. 27. 1.889 .093 S CE Strength 4 a 5 1.2DL+,5LL+1 WL 1 0. 187.025 -5. 45. 0. 27. .423 .021 S 2 0. 187.025 -5. 45. 1 0. 27. .423 .021 S 3 0. 187.025 -5. 45. 1 0. 27. 1 .423 .021 S 4 1 0. 187.025 -5. 45. 0. 27. .423 .021 S 1. L+.SLL+t OL1 1 0. -968.475 -1069.5 45. 0. 27. 3.266 .161 S 2 0. -968.475 -1069.5 45. 0. 27. 3.266 .161 S 3 0. -968.475 -1069.5 45. 0. 27. 3.266 .161 S 4 0. -968.475 -1069.5 45. 0. 27. 3.266 .161 S SCE Strength 6 .9DL+1 WL 1 0. 640.05 -5. 45. 0. 27. 1.449 .072 S 2 0. 640.06 -5. 45. 0. 27. 1.449 .072 S 3 0. 640.06 -5. 45. 0. 27. 1.449 .072 S 4 0. 640.05 1 -5. 45. 0. 1 27. 1.449 1 .072 S 8 DL+1OL1 1 0. -515.45 -1069.5 45. 0. 27. 2.687 .133 S 2 0. -515.45 -1069.5 45. 0. 27. 2.687 .133 S 3 1 0. 1 -515.45 1 -1069.5 45. 1 0. 27. 1 2.687 .133 S 4 0. 1 -515.45 1 -1069.5 1 45. 1 0. 1 27. 1 2.687 1 .133 S RISABase Version 2.10 [S:UWMEVobskKHA\Vedzon Wirel...... ALCULATIONSUNiramar- Equipment BasePlate 68824.rbs] Page 3 Miramar 168824 SA PRINT www.hiltims Profis Anchor 2.6.0 Company: JWME Page: 1 Specifier. win Project: 68824 Miramar Address: 4915 NW 43RD ST GAINESVILLE, FL Sub -Project I Pos. No.: Phone I Fax: Date: 8/28/2015 E-Mail: Specifier's comments: Equipment frame base plate 1 Input data Anchor type and diameter: HIT-HY 200 + HAS 314 Effective embedment depth: her,opu = 3.500 in. (h,r,l;,,a = 5.250 in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 1/l/20151311/2016 Proof: Design method AC1318-11 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.750 In. Anchor plate: 1.x ly x t = 12.000 in. x 12.000 in. x 0.750 in.; (Recommended plate thickness: not calculated Profile: Square HSS (AISC); (L x W x T) = 4.000 in. x 4.000 in, x 0.250 In. Base material: uncracked concrete, 3000, f�= 3000 psi; h = 7.000 in., Temp. short/long: 32132'F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading Ilb, fLlb] Z; Input date and results must be checked roragreementw101 the mdsting conditions and for plauslbllityl PROFISAnrber(c)2003-2M99HIIti AG,FL-N4 SNasn Hilt lsamgistemd Tmdemaikor Hllti AG,Stlaan www.hiltLus Company: JWME Specifier. wm Address: 4915 NW 43RD ST GAINESVILLE, FL Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Miramar 1 68824 SA PRINT Profis Anchor 2.6.0 Page: 2 Project: 68824 Miramar Sub -Project I Pos. No.: Dale: 8/28/2015 Anchor Tension force Shear force Shear force x Shear force y 1 0 2143 1385 1635 2 0 2143 1385 1635 3 0 2143 1385 1635 4 0 2143 1385 1635 max. concrete compressive strain: 0.02 [%e] max. concrete compressive stress: 93 [psi] resulting tension force in (x(y)=(0.00010.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 13427 [lb] 3 Tension load 03 04 Y Compression x 01 02 Load Na, [lb] Capacity 4Nn [lb] Utilization gH = Neal^ Status Steel Strength` N/A WA N/A N/A Bond Strength" N/A N/A N/A N/A Sustained Tension Load Bond Strength' N/A NIA N/A N/A Concrete Breakout Strength" NIA NIA N/A N/A . anchor having the highest loading "anchor group (anchors in tension) Input data and results must be rliedred foragreement with the eustng anStions and for plausibility) PROFISAn or(c)2M0 2009Hilt AG,FL.M4 Schaan Hilt is aregistered Ttademadcof HiltiAG, Sdiaan Miramar 1 68824 SA PRINT Tr 111111771 Profis Anchor 2.6.0 Company: JWME Page: 3 Specifier: wm Project: 68824 Miramar Address: 4915 NW 43RD ST GAINESVILLE, FL Sub -Project I Pos. No.: Phone I Fax: Date: 8128/2015 E-Mail: 4 Shear load Load Va. [lb] Capacity 4Vn [lb] Utilization pv= Vu,l4V„ Status Steel Strength* 2143 8730 25 OK Steel failure (with lever arm)` N/A NIA N/A WA Pryout Strength (Concrete Breakout 8571 41562 21 OK Strength controls)` Concrete edge failure in direction'• N/A NIA anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vs, = (n 0.6 Ase,v f„„) refer to ICC-ES ESR-3187 0 V,teel z Vu. ACI 318-11 Table D.4.1.1 Variables n Ase.y lin 21 fm. rpsil (n 0.6 A,.,v f.ta) [Ib] 1 0.33 72500 14550 Calculations Va. fib] 14550 Results Va. [lb] m.teel 4 usa [Ib] V.. [lb] 14550 0.600 8730 2143 4.2 Pryout Strength (Concrete Breakout Strength controls) rrj V,pg ' k,p L\ANmANe/ l WeSN V/etl.N WLN WeP.N No AC1318-11 Eq. (D-41) 0 Vcpg a Vu, ACI 318-11 Table D.4.1.1 AN, see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) AN,r = 9 her ACI 318-11 Eq. (D-5) 1 WeaN 1 + 22 eN 51.0 ACI 318-11 Eq. (D-8) 3 he/r Vred,N = 0.7+0.3 \t 5hef/ Caron 51.0 ACI 318-11 Eq. (D-10) Wa N =MAX /c_,,,,, 1.5het51.0 Oac C. ) ACI 318-11 Eq. (D-12) Nb = k, a, -Ff. he)a ACI 318-11 Eq. (0-6) Variables k.n bar [in.] e,t,N [in.) ec2.N [in.] c.," Fin.] 2 3.500 0.000 0.000 m WaN O.c [in.] kc X. f [peil 1.000 5.704 24 1.000 3000 Calculations AN. [in. 2. 1 ANco [in. 2. 1 Wecl,N Wer2N We4 N Tm,N Nb [1b] 380.25 110.25 1.000 1.000 1.000 1.000 8607 Results Wog IIb] 0wnaet. Voo, [Ib] Vu. [Ib] 59374 0.700 41562 8571 Input data and results must be Necked for agreement wUn Ne evsting cvndibons and forplausibilityl PROFIS "nor (c) 2009-2009 HO AG, FL-94M Sc,aan Hild is a registered Tmdema* of Hilb AG, Srhaan Miramar 1 68824 SA PRINT Profts Anchor 2.6.0 Company: JWME Page: 4 Specifier: wm Project: 68824 Miramar Address: 4915 NW 43RD ST GAINESVILLE, FL Sub -Project I Pos. No.: Phone I Fax: Date: 8/28/2015 E-Mail: 5 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibilityl • Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Installation of HIM adhesive anchor systems shall be performed by personnel trained to install Hilt adhesive anchors. Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input Eats and results must be dmN ed for atimementmOnthe eds4ng cons Mons and farplausibilityl PROFIS Mn or (c )10012009 Hilg AG. FL-9494 Scbasn Hilb is a mgistemd Tmdemaik of HUU AG. Sd aan www.hiltl.us Company: JWME Specifier: wm Address: 4915 NW 43RD ST GAINESVILLE, FL Phone I Fax: E-Mail: 6 Installation data Anchor plate, steel: - Profile: Square HSS (AISC); 4.000 x 4.000 x 0.250 in. Hole diameter in the fixture: df = 0.813 in. Plate thickness (input): 0.750 in. Recommended plate thickness: not calculated Cleaning: Premium cleaning of the drilled hole is required Coordinates Anchor In. Anchor x y c-s c„ c+, cy, 1 -4.500 -4.500 - - - - 2 4.500 -4.500 - - - - 3 4.500 4.500 - - - - 4 4.500 4.500 - - - - Miramar 1 68824 SA PRINT Profis Anchor 2.6.0 Page: 5 Project: 68824 Miramar Sub -Project I Pos. No.: Date: 8/28/2015 Anchor type and diameter: HIT-HY 200 + HAS 314 Installation torque: 100.000 ft.lb Hole diameter in the base material: 0.875 in. Hole depth In the base material: 3.500 in. Minimum thickness of the base material: 5.250 in. Input data and results must be Necked foragmementvnM the eidsting conm4ons and for plausibility! PROFISMGmt(c)2000.2009HIlg AG,FL-NNSWan Hilt is a registered TmdemaM of Hild AG, Stllaan Miramar 1 68824 SA PRINT www.hilti.us Company: JWME Specifier: who Address: 4915 NW 43RD ST GAINESVILLE, FL Phone I Fax: E-Mail: 7 Remarks; Your Cooperation Duties Profis Anchor 2.6.0 Page: 6 Project: 68824 Miramar Sub -Project I Pos. No.: Date: 8/28/2015 Any and all information and data contained in the Software concem solely the use of Hilt! products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilt! product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and Geared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Websile. HIM will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be eeoketl for agreementvdM Me toasting wndNuns and for plausibility) PROFIS Anchor (a) 20012009 Hilt AG, R-UM semen Hilbisamg!MamdTmdemarkof HilUAG.Seaan Miramar 168824 SA PRINTED 11/02/2015 64 of 82 8/2015 3WAY.1411weiing.Miramar 8/2ESIGN LlC 68824 BRACE DESIGN Brace Connection Design AISC 14TH Ed. LRFD NOTE: LEGEND 1. This procedure is based on Chapters J&K ofAISC 14th Edition 2. Any Unity Code (UC) above 1.0 represents a failed design check L P Calculation Result UNIT DEFINITION Ibf Ibf Ibf 3 kip 2 3 plf = I. 8 psf = 1� 2 pcf = 1� 3 kip= l x 10 Ibf ksi= 1• Z SF:= ftCF:= ft ft ft in Column0 _ "HSS-4k.4x11 ASTM A500 B Fy'° ASTM A992 Bct= 4in Fy g i= 50ksi 11d KEt Fug:='65ks± :- c 8 .4c= 8z09iri2 Area CMD;= 12 Sc:='10:4in3 Section CMW:= 26 Es7:= 29000ksi Modulus of Elasticity Yield Strength of Member Fnvb =- 84r Tensile Strength of Member Thickness of Flange Thickness of Web Depth of Member Nominal Shear Strength Fntb .= 113ksi Nominal Tension Strength rz CM := W_Shape(CMD,CMW)•in Girder= "W 12x26" Array Location bfg CM5 = 6.49-in tN g:= CM4 = 0.23-in it := CM = 12• in ifg:= CM6= 0.38•in Tg := CM = 10.125• in IA "D" I „W„ 2 "d" 3 "tw" 4 "bf" 5 "tf' 6 "Wes" 7 "k1" 8 "T" 9 kg CM = 0.75-in Sx.g III=O FP;: Okrp Required Design Shear Strength of Connector (y axis From RISA model) z-j a Okip Required Design z Shear S:UWME\Jobs\KHA\Verizon Wireless 1of12 Miramar 1 68824 SA PRINTED 11/02/2015 65 of 82 JWM� Miramar 8/28/2015 ngmeering, lLC 68824 BRACE DESIGN Ob := 45deg Angle of knee brace for from the y axis (XY Plane) Minimum Edge Distance from cent. of hole to Lev.min 1.25m edge of connector Table J 3.4 (pg 16.1-123) Dbolt -- lm Bolt Diameter Dhole:= Dbolt+ 0.0625in= 1.063•in Standard Nominal Hole Diameter (Table J 3.3) rhole 0.5•Dhole = 0.531 -in Bolt Hole Radius fA6 b .='765m I Area of Bolt Lcc.min 2.667-Dbolt= 2.667-in Minimum Spacing Between Bolts (J 3.3) Lcc := Sin Must be >/= L.cc.min Paxia] b :_ (17 P Required Design x Tensile Strength Axial force in brace memberArray set up for two cases LFRD FORCES 2.021 Pr.shear.plate cos(Ob)-Faxial1 b = (2.02 'kip Required tension and shear in plate 12.021 Pctension.plate cos(90deg — Ob)'PaxiaLb = 'gyp 9.192 Determine the number of bolts �3 1 := 0.75 LRFD Factor Eq. J3-1 Design Shear Strength of a ,�Rn3.1 :_ 03.1'Fnv.b-Ab = 49.455-kip snug -tightened bolt axmLb1 r l Nbolt.req:= aeil �R 1 = 1 1 I Number of Bolts Required n3.1 \ 111 Nlolr= Design Numberof Bolts Nho1e:=1 Number of Holes perpendicular to tension load S:UWME\Jobs\KHA\Verizon Wireless 2 of 12 a 3WtN1E"g,,e6ng,LLr_ Connacfor: "Angle 4x4x2/8" Fy;b= 36ksi Y :_ tin b aj FUb=.SSk Ag.b;= 3.02in2 rz :_ .618in �lb:= 4in Lb.total 1 Sft Lec = 2in Miramar 1 68824 SA PRINTED 11/02/2015 66 of 82 Miramar 8/28/2015 68824 BRACE DESIGN Thickness connector Total Brace Length { Number of yba b:= 1 22in Braces er ENC](1/_j P connector xbarl '1e22in Where w = lb b = 0.5 (lb — Dhole) = 1.469. in be := 12•tb + 0.63in if 2•tb + 0.63in < b = 1.13•in b otherwise amin:= 133-be= 1.503-in E: 2in Leh := a + rhole = 2.531 -in lb.min 2'be + Dbolt = 3.26- in lb.Gheck OK" if lb > lb.min "OK" "Width of Angle too sma P otherwise Tensile Yielding in the gross section F�d 2 1 := 0:90 LFRD On.d.2.1 q1d.2.1'Fy.b-Ag.b= 97.848-kip Eq. D2-1 Faxial.b UCO Nc r0.1741 n.d.2:1 �= I\ On.d.2.1' 0.133J Tensile Rupture in the net section w 1 Dimensional Requirements 1.az1.33ba 2. w>_2be+d 3. cza where be = 2r+ 0.63 in. (16 mm) 5 b S:\JWMEUobs\KHA\Vedzon Wireless 3 of 12 Miramar 1 68824 SA PRINTED 11/02/2015 67 of 82 Mirama 8/2015 3WA ngineenng,LlC 68824r 8/2ESIGN BRACE DESIGN Total Length between c/I of bolts in line with Ibw.bolt Lcc'(Nbolt — 1) = O-in tension load An.b := Ag.b — tb' Dhole Nhole = 2.754- in Ub (Dhole'tb + "An_b) if Nbolt = 1 = 0.544 Case 2 of Table D3.1 Ag.b 1 _ Xbar.b if N > 1 bolt Ibw.bolt Ae.b := An.b'Ub = 1.498-in2 �d:2.2 0.75 LFRD 0n.d.2.2 := 4d.2.2'Fu.b'Ae.b = 65.177•kip Faxial.b No C0.261) UC0n.d.2.2 : ) On.d.2.2 0.199 J4 3. Block Shear Strength of Brace �)4.5:= 0.75 LRFD J4-5 Agv.bs.b:_ Leh+Lee. (Nbolt-1)]•tb=0.633•in2 Anv.bs.b := Agv.bs.b — (Nhole Dhole+ 0.5Dhole)•tb = 0.234-in2 Ant.bs.b:= baw g= 0.338•in2 Eq. D2-2 Gross Block ShearArea Net Block ShearArea Net Block Tension Area Tension Stress Factor (use: 1 for uniform tension stress, 0.5 for non uniform tension stress) Rn.4.5.ls.b := 0.60-Fu.b'Anv.bs.b + Ubs'Fu.b'Ant.bs.b = 27.749-kip Rn.4.5.rs.b := 0.60•Fy b'Agv.bs.b + Ubs'Fu.b'Ant.bs.b = 33.262•kip �Rn4.5.b := I (4.5'Rn.4.5.1s.b If Rn.4.5.1s.b 5 Rn.4.5.rs.b = 20.812•kip 4'4.5'Rn.4.5.rs.b otherwise Design Block Shear Strength (J4-5) S:VWMEUobs\KHA\Vedzon Wireless 4 of 12 Miramar 1 68824 SA PRINTED 11/02/2015 68 of 82 8/2015 3WAYM1,411teTing.Miramar 8/2ESIGN llC 68824 BRACE DESIGN Faxial.b Nc r0.817 Unity Code Check on Block UC R n 4 5 b 4)gn4.5.b. ,(0.625)s. Shear angle (Eq. J4 5) Bearing Strength at Bolt Hole in Brace (J 3-10) 14'3.6:-0:75 LFRD Ls. Lb Leh — 'hole =2•in 0-n.3.6a.b I'�3.6'1.2•Ls.l.b'tb'Fu.b if 1.2-Ls.l.b'tb'Fu.b<2.4Dbolftb'Fu.b=26.l-ldp �3.6'2.4Dbolftb'Fu.b otherwise (Fax al.ti Nc'Nbolt) 0.651` Eq. J3.6a UC4'Rn.3.6a.b`:= — ( ) �Rn3.6a:b 0:498 2) Connector Plate Design ASTM A36 FyP:= 36ksi FIoletype:- "STD" F pf 58ks Design Plate Length B 5.5i Design Plate Width Logy= 3- 1n Dp I Dcp:= Lcc'sin(Ob) = 2.121•in Det:= 2.5in Dep:= Dp — (De1+ Dep) = 5.379-in WP := 78125in Wept= 2.Sin Wcp Lcc'cos(Ob) = 2.121-in S:UWv1EUobs\KHA\Vedzon Wireless 5 of 12 JWr1 ngineenng,LLC Wet:= Wp— Wcp— Wep=3.191-in t 6 in Thickness Plate F 16 Miramar 1 68824 SA PRINTED 11/022015 69 of 82 Miramar 8/28/2015 68824 BRACE DESIGN Single Plate Connection Design Checks: From Table 10-9 for Plate w/ 2-5 Bolts tp.check := Plate thickness OK" if tp < Dhole + 1 in 2 16 "Plate thickness FAILS, resize bolts and/or plate" otherwise tp.check= "Plate thicknessAK" tp.max:= Dhole + 1 in = 0.594-in 2 16 Plate too thick for Table 10-9 use Extended Design checks page 1 D-102 3) Plate Connection Calculations Areas of Plate in Shear Calculations I := DP = 0.833 it Plate Thickness Check Ag, p IP,tP = 3.75•in2 Gross Area Subject to Shear Anv.p := Anv.p - tp'Dhole'Nbolt = 3.352• in Net Area Subject to Shear of Joist Coped Web Ae.p.t:= Anv.p if Anv p:- 0.85•Ag, p = 3.187-in2 Effective net area i(O.85-Agv.p) otherwise J41. Strength of Plate in Axial Tension 0.90 LFRD J4-1 �R F •A = 121.5•ki Tensile Yielding of n.4.1.p.t— 4.1' y.p gv.p p Connecting Elements (J4-1) (4 2 := 0.75 LFRD J4-2 �R Tensile Rupture of Connecting n.4.2.p.t•— 4.2'F u.p A�e.p.t-- 138.656•ki p Elements (J4-2) S:\JWME61obs\KHA\Verizon Wireless 6of12 Miramar 168824 SA PRINTED 11/02/2015 70 of 82 JW/"IE Miramar 8/28/2015 nglneering, LLC 68824 BRACE DESIGN Pr tension.plate (0.0991 Unity Code of Rir.t.dgri:UC.p — I` /I Connector Strength m'#Rn4.1.p.t4RRn.4.2.p2 0.076 in Tension J4 2.Strength of Plate in Shear ( 4.3 1.00 LRFD J4-3 (Rn4.3.p '4.3'0.60-FY P Ag p = 81-kip Design Shear Yielding of the Element (Eq. J4-3) Fr.shear.plate 0.148\ UC I ' Unity Code Check of Connector !R n.4.3.p��4 3 P 0.113 J in Gross Shear '4 4:= 0.75 LRFD J44 Design Shear Rupture of the Element (Eq. J44) 'Rn4.4.p 44.4'0.60•Fu.p Anv.p = 87.476-kip Fr.shear. late 0.137 Unit Code Check of P Y UCR.n:4.4 p �Rn4.4,p ' (0.105 ) Connector in Net Shear J4 3. Block Shear Strength of Plate 4'4 5 = 0.75 LRFD J4-5 Agv.bs.p (Lcc)'tp = 1.125•in2 Gross Block ShearArea Anv.bs.p (LCC — Dhole)'tp = 0.727. in Ant.bs.p (Det + Dep — Dhole)'tp = 2.556• in Net Block Tension Area Tension Stress Factor (use: 1 for uniform tension stress, 0.5 for non uniform tension stress) Rn.4.5.1s.p 0.60•Fu.p'Anv.bs.p + Ubs.p'Fu.p'Ant.bs.p = 173.536-kip Rn.4.5.rs.p 0.60-Fy.P Agv.bs.p + Ubs.p'Fu.p'Ant.bs.p = 172.552•kip I)Rn4.5.p 144.5'Rn.4.5.ls.p if Rn.4.5.1s.p < Rn.4.5.rs.p = 129.414-kip '4.5'Rn.4.5.rs.p otherwise Net Block ShearArea Design Block Shear Strength (J4-5) S:UWMEUobs\KHA\Verizon Wireless 7of12 Y JW/�l ngineeringuc Pr.shear.plate 0.093 UCq,R.n.4.5.p := (0.071) �ltri4�5.p Miramar 1 68824 SA PRINTED 11/02/2016 71 of 82 Miramar 8/28/2015 68824 BRACE DESIGN Unity Code Check on Block Shear (Eq. J4-5) Bearing Strength at Bolt Hole in Connector (J 3-10) F3.6 =0.75 LFRD Leh.plate.edge 3.5in tp = 0.375-in Ls.l.p := mi1 f(Leh.plate.edge)1(Lcc — Dhole)] = 1.937-in O'n.3.6a.p'= I 43.6'1.2-Ls.1.P•tp•Fnp if 1.2•Ls.l.p'tp'Fu.p52.4Dbolt'tP•Fup=37.927•kip (�3.6-2.4Dbolftp,Ftip otherwise Eq. J3.6a Faxial.b Nbolt (0.448) UCd.Rn.3.6a:p ' �ltn.3.6a:p 0:343 Weld Design 3 tweld`= 16m lweld-�- D = l0 i t kecc:= p = 0.038 lweld 16 Dweld tweld' in — 3 F8.13 �_ 0 73, LFRD Cep := 1 Electrode Strength Coefficient Table 8-3 eX' Wp—(WcP+Wep)=0.266ft e aecc:= x = 0.319 lweld Cecc 3.342 From Table 8-4 for Eccentrically Loaded weld group with Angle: ob = 45•deg S:UWME\Jobs\KHA\Vedzon Wireless 8of12 0. 3wAEn4knee(1nq,= Miramar 168824 SA PRINTED 11/02/2015 72 of 82 Miramar 8/2812015 68824 BRACE DESIGN `aRrr.8.13 �8.13'Cecc'Cexx'Dweld'Iweld' kip in — 75.195•kip Faxlal.b _I(0.226 U6�Rn.8 13 bRn 8 13 _ (0:173) Unity Code HSS Shear Rupture Welds Weld Strength for Weld Group 6.19-Dw,eld 3.09-Dw,eld tmin.connector •ksi-in=0.32-in tmin.HSS'= -ksi-in= 0.16-in Fu.p F u.c tmin.HSS.check:_. OK" if tc>tmin.11SS "OK" "HSS Wall thickness too thin; resize" otherwise i. tmin.c'onnectorxheck `_ ['OK" iftrri n.connector tp <_ tp maz = "QK" - "Shear Plate thickness, resize" otherwise. Available Strengths of Plate-to-Rec. HSS Connections (Table K1.2 Functions): ex B := B — 3t = 3.25-in Mu Pu = O kip-ft p.c c c Oplate:= 180deg — Ob = 135•deg co4Ob) U:= Pu + Mu — 0 p:= Bp.c = 0.813 Fy.c'Ac Fy.c'Sc Be r1.3 — 0.4• Ull if 1.3 — 0.4- U <— 1 1 "tension" f:= \\ P l p = 1 "core ressionfortransverse late" Q P P 1 1 "compression for long. & long through plate" CheckKl 3 = „"Ok" if tp < Fu.p-tc „OK", Fy.p,. .. ' "'Fails Eq. K1-Y otherwise Note: Limiting the single -plate thickness precludes a shear yielding failure of the HSS wall K.1.12 — 1 LFRDK.1.13 LFRD S:UWME\Jobs\KHA\Vedzon Wireless 9 of 12 Miramar 1 68824 SA PRINTED 11/02/2015 73 of 82 3WAE911 Miramar 8/28/2015eerinq, LlC 68824 BRACE DESIGN 2 �36.081 2-- + 4 I — tp = 36.08 -kip(Eq. K1-12 �Rn.k.L12 � Fy.c'tc Ip tp Qf 1 ) t BeBc sin 0 1 _ p plate 36.08 Bc 2 �R11.k.1.13 21 Y•cttc2•+4Fe Qf) sin 0—[72.16].k 72.16ip (Eq. K1-13) p Be plate 72.16 Bc Faxlal.b0 0.47111 Faxialb0 0.236 UCRn k l 12'= _ _' 0.471' J UC�Itn.k.]':13 — C0.236 Rn k 1.12• �Rn.k l ]3 0.471 0.236 ' 0`36. Faual.b l T Faxial.b (0.18]U O-nk 1 12 —.,z:0.36 I vC0n.)o.13 � n.k.l.12 0.36 �Rn.kl13 O.jB Kl 3 I "OK, for Plate Limit States and HSS Punching Shear" if tp :5 Fu.c tc Fy P Fu.c Fy P tc = 0.403 in "Connection FAILS under Shear Load, see AISC pg 16.1-144" otherwise Kj 3.= "OK, for Plate Limit States and HSS Punching: Shear tp = 0.375•in S:UWMEUcbsSKHA%Verizon Wireless 10 of 12 Y 3WAE%qW,ee(%Tvg.LLr, Miramar 1 68824 SA PRINTED 11/02/2015 74 of 82 Miramar 8/28/2015 68824 BRACE DESIGN Summary of Desian Bolt:.= "Q490X" Dbolt'_ 4, 4 Dhole. 16 Nbolt - 1 Plate Wp = 7.813-- Wet=,1-191-in Wc'='2.121-in We , 2:5-in Dp= 10•in D t-2.5•in 1)c .=,2.121:in Dep.-5:379' Dhole'` 17 u Diameter of Hole 16 t 6- m plate thickness P 16 Co=Mector x "Angle 4x4x2/8P' `. Number of — r11 Braces per Nc 1 connector 2.531-m ' _---�+ — 17 Di LE. Lec — 3 c-. t in, L = 2-in 2 &, WELD —CONNECTOR i!C�i' Lcc 5 � i i i NO I 4 Wcp 4 Wep—t a+2 G----w1 Dimensional Requirements 1. a 2 1.33 be 2. w22b,+d 3. c ? a where be= 2t+ 0.63 in. (16 mm) 5 b E70XX Electrode Det Dcp Dp Dep S:UWMEUobs\KHA\Verizon Wireless 11 of 12 Miramar 1 68824 SA PRINTED 11/02/2015 75 of 82 3WRET19kneenng. Miramar 8/28/2015 ESIGN LLG 68824 BRACE DESIGN Design Force in: tweld' 3'— Fillet Weld Thickness 17 16 axral.b — C1 � F Iweld 10-ij Fillet Weld Length S:UWME\Jobs\KHA\Verizon Wireless 12 of 12 C Miramar 1 68824 SA PRINTED 11/02/2015 76 of 82 Miramar 8/28/2015 JWAFMv1q"%ef%nq'U.C68824 Building Influence Check BUILDING INFLUENCE CHECK ON EXISTING CONCRETE COLUMN NOTE: 1. This mathcad sheet checks the influence of the imposed verticle load on an existing building concrete column axial axis LEGEND UNIT DEFINITION ININ U CALCUATIONS RESUL-TS Ibf Ibf Ibf 3 plf = 1•— psf = 1•— pcf = 1•— kip= 1 x ]0 Ibf ksi= 1•— kip SF:= ft2 CF:= ft3 ft ft2 ft3 in nc := 4 Number of Checks is 0..nc— 1 FL21 Column Length � Acoli—Lcoh Wcoli = ...-in2 32 Wcol : 30 i Column Width 28 S 28 RISA LC RISA Node "7" "BP1" "15" "n46" ID := "8" "BP3" "16" "N48„ q4 Vert. Bar Bar• id 2 # of Vert. Bars Bar : sizeisrze � 4 Size 4 i N.7r. 8 _:..•in2Area of a ebari bar1 4 _ Rebar fc .='4000p frebar �= fi0ksi Concrete Strength Rebar Strength Maximum Vertical Load from RISA at Column, worst case load (LFRD) Maximum Moment from RISA at Column, worst case load (LFRD) S:UWMEWobsM<HA\Verizon Wireless\68824 - JWM Engineering, LLC 1 of 3 Ocean North- Miramar 1\CALCULATIONS\ Miramar 1 68824 SA PRINTED 11/02/2015 77 of 82 Miramar 8/28/2015 ngineering, LLC 68824 Building Influence Check Lbspacing 91° Base Plate Bolt Spacing Mmax. r Fy.tot. F max. + ... kip Max factored frame reaction into building Y• t bspacing '10:2 0.65' 0.65 LFRD Factor OFn.10.2i 0.80'0102•[0.85•fc'(Acoll— Arebari) + frebar-Arebar] _ ....kip Concrete Column's maximum axial .. load (perACI 318-08 Eq. 10-2) -0.923 Fy_tot, 1.967, Percent Increase in of Load on Column's Capacity Loadcheck _i. Loadcheck= - a/ 'pn.10.2i 1.306 1.308 "Less than 5% increase in Column Capacity, no further analysis needed per FBC:EB Result_ "Less than 5% increase in Column Capacity, no. further analysis needed per FBC:EB _ "Lessthan 5% increase in Column Capacity, no further analysis needed per FBC:EB "Less than 5% increase in Column Capacity, no further analysis needed per FBC:EB RISALC RISA Node "7" "BPl" "15" "n46" ID = "8" "BP3" "16" "N48„ Estimate total load by adding live loads and dead loads. Add these to the factored load taken from the RISA frame model. These columns support a maximun of 3 floors before being increased in strength. THIS section used only for columns that exceed 5% A E4 _ — 20ft 27_5ft 2 2 = 137.5 ft2 DLpsf := 75psf Dead load per floor AF4 = 20ft 27.5ft 2 = 137.5 ft 2 2 LL 160 sf Live load 3 floors psf '= p A E2 — 33ft 28ft _ 231 ft2 2 2 AF2 33ft 28ft = 2 2 31 ft 2 2 &:J MAE\Jobs\KHA\Verizon Wireless\68824- JWM Engineering, LLC 2 of 3 Oceana North- Miramar 1\CALCULATIONS\ Miramar 1 68824 SA PRINTED 11/02/2015 78 of 82 Miramar 8/28/2015 ngineeri�, U.0 68824 Building Influence Check AE4 AF4 Atri :_ AE2 AF2 2.2 x 104 2.2 x 104 Froof.LL := Atrf LLpsf = Ibf 3.696 x 104 3.696 x 104 3.094 x 104 3.094 x 104 FDL.deck:=3•Atn.DLpsf= Ibf 5.197 x 104 5.197 x 104 7.902x 104 8.575 x 104 otal.factored:- Fy.max.+ 1.6Froof.LL+ 1 2FDL.deck tbf' 1.325 x 105 Fy.total.factoredi Loadcheck r — _... On. 10.2i 0.(09 0.126 0.158 Loadcheck = 0.158 With the loads in the 50% range column loading Okay 3:UWMEWobs1KHA\Verizon Wireless\68824- JWM Engineering, LLC 3 of 3 0ceana North- Miramar 1\CALCULATIONS\ M'URnw1B80 PRI STRUCTURALNOTES wn�°arx•ru auaw"ounc�umun eae'iumi nv.vem rozeowwmu+wcnoµ n ROJELI INfpftlMnpN"w wWR+nol'wm �+"'aE'"'"; Eff MIRAAR _- ° w+J°N.�: Rma°.ramrw�ftnmN°®.w SITE N68824 oMoccw - aaNcwN.•,ir. Ssso SOUK oRrvE ' JEHSEN BFACN <L M98] m�ig e�r�+e��®ri�'u SC WOE CgM1P r mw•r r°. N� w'rn u6r»aeaswy Uflflpli ISSVE M ' wtuuoa-oi[vouum aa�'v�mx August 27, 2015 �a��� roµn��°r^�° SSUM MR' ewwnwne.neoe....w.owroacwww °eaemmemineiwe.m 907. CONSTRUCTION DRAWINGS wn�+ EV.:�AIG�ES W¢nvu� cnmvumo�vmA[ws•waomesm�[oweaLz • u+rw W uax°.uai°vro vmx+rt mawmn ruuna IwRlumm mw 5¢ am a¢[ie BFFL: w ix a-m+orl wrua•rl ww°wrl u. u[m[w<+vmwul�aNl EQUIPMENT PLAN m.•..°a�.m.m°"�.•.xu.mf°w+¢..n.,eo... .ff .�a.a•..,x+. 'o"w'P'am''� Mpre®ON6• rw 0.F�90 �"�ACmI46rpp 5 vRF�➢ARE�p/%///B�yYj:�\\�\ waraur� . °emNowvawwr �amunmwnvrrrwaanrmmrEauo Aim'ROPqu4tvnvuwwAwx�coauwE+iRruxarauamrenAuiva �WIJ ei °'� ¢s"�yar. tl�uc M+nlruurt vit�ue e�umAHYN.�u. erxe�4 u°oonxczEu'�iam wom[nM 'w�vmir�o>�nwe'amo� re+aunrxmuum•a+aun Dorn ry srea •Mnr+�nw•xv.� •+o xn u ROJELi pA7M1 wnww-wx+praa ,nA•••u+wm.va.Rumr+mwex+rrlxttuumx°r+�rxuaao mnlnvcauwa vrern ixmcu[vw+ " w+nuenmwvownnm[uulxemeEeaxumnunu•usrrtxecee•wrena wuMaira.. iaax�ERECa�eem r¢au.r. mr�//m.n¢ .annW m ¢u wen xmmamn wmwnw esun seas lwlnm um tmnwmunefPrxfl ' nY4•w•Y WeEu viaou muETpenAl4q NDI99DYR•g0.udn MWN MY HX.�PPV.: wmrm°.ae•Rrx.n e���zaomwweoromesewenoxwrtnmunammn•mrn 9H JN11 SUB ENSuRE�� om.rn+..en+r+orr..wrirHe. ¢* nnE r>�mmamcmenr�m.wcemauuwur+�irm�_oNmmmv �rw STRUCTURAL NOTES ME£I NGBER SITE PLAN C � V NHA Job l: I(iR1�NRElm f F 4 4 4 `@ I—) FRAME .b e M BB FRAME - -PLAN VIEW ecua MeamaEi 800 0 JPRINTTEEM � Rp1ECi INfORIMiION- MIRAMAR I SITE No 68824 9950 SOUTH OCEAN DRIVE IENSEN BEACH. R M957 SL LUCIE COUNTY UflflfM ISSUE WTE: August 27, 2015 ssuEn Eox _._. ., 907. CONSTRUCTION DRAWINGS LEGEND GI Wµ 0.w�ma Q Gemc[,i�.we¢wre� wail LI (uumuuw ® OR�N9 W 4arta JL_.w e�mn�•�nwi o 4 WluwRapruncx ff RVTHLMo-Eaw� FRAMING PIAN AND SECTIONS SHEET NUMBER: S-2 e3078T0 BEAM CONNECTION DETAIL 81 e...—l- ON TOP PLATE ELEVATION BOTTOM PLATE COLUMN DETAIL SCHEDULE VIEW B° • ram. 3u3 BASEPLATEDETAILS�a6��'PMm 304 °Q' TOOI BEAM CONNECTION DETAIL er..mn I I 1 N! 1 I I I �e�lurtr¢r I I L a 302 TYPICAL STIFFENER DETAIL M'vemer 1 LEGEND ��txiW BI eF.N xaaioN 1 ® Ig4lET,xu�i�imwap� ® Eu uvwme�W,�rvO f.Jauvu@o Iwrel 4 ww.,o.vwnw w Ixar u.a 1.R.� )RINTE t N (1 Rp1ELT WfORVATpv MIRAMAR I SITE No 68824 99W sOUM acm O JMKN UFAW, R. 34957 ST. LUCIE CWNW IIRREN! ISSUE 04 August 27, 2015 SufD fOfl: 907. CONSTRUCTION DRAWINGS iPaok c arrm4wwu:m DETAILS S-3 02 GENERATOR CONNECTION DE IoN16 409 LADDER DETAIL .�aa LEGEND 41 wYi eNVR0.MLH O �x�aa ® ige�Ee� WiE llox�ill w Chi ® Icim �E o- wM� N om�LLwEen.B /� recw Mint.,I 404 TYPICAL CHAMFER DETAIL 405 OANDOTO0 CONNECTION DETAIL 01-ITYP. BOTH CORNERS) .V.10edl�u Nv'F ewuT m!I TYP M-REMOVPBL'RAIL CONNECTIONOETA 406 TYPICAL HANDRAIL CONNECTION DETAIL SITE No 68824 99M SMITH MEAN CRNE JENSEN BEACH, R 34957 9. LUDE MNtt IIRREM 5511E DATE: August 27, 2015 SSUED NR' 907 CONSTRUCTION DRAWINGS NSPT\EEEPARED�/(/BMY�.\\\ i,uwEavmu UMT DATX' r� SH in SUB NSDRE: FO� DETAILS Et Nuue JS-4 '=I�HUT